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REVIEWED Structural Calculations-2.4.2022
RECEIVED 2/7/2022 REVIEWED CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT CITY OF EDMON DS STRUCTURAL CALCULATIONS Client: Al Cohen Project Name: Carter Res. Add/Remod Scope of Work: LATERAL DESIGN OF A (2)-STORY SFR(Add/Remod) (1) one way lateral (N-S Direction) Reed&Asssoc#: 21-152 Date: l 1 /3/2021 Location: 10406 231 st Street SW, Edmonds, Wa EXPIRES 5-271,4 - JOB # 21-152 Lateral Analysis IBC2018 UPSTATE JOB#: 21-152 Description: Carter Res. Add/Remod Engineer: wer Governing Code: 2018 International Building Code all references in right margin are 2018 IBC unless specifically noted otherwise. 1603.1 General Desian Criteria Roof Walls Floors Snow Partitions Live Load (psf) 25 1 40 25 Dead Load (psf) 15 10 1 10 10 1603.1.4 Wind Design Criteria 1. Basic /ASD Wind Speed V/Vasd 110/85 mph F 1609.3(1) 2. Risk Category II 1.00 ASCE 7T 1.5-1 3. Wind Exposure Category "B" 1609.4 4. Internal Pressure Coefficient +/-0. 55 ASCE7F26. 13-1 5. Components and Cladding design pressure +/- 16 psf ASCE 7 30.2.2 1603.1.5 Earthauake Desian Data 1. Risk Category 2. Seismic Importance Factor 3. Short Period Acceleration 1-Second Accelleration 4. Site Class 5. Spectral response coefficient Spectral response coefficient 6. Seismic Design Category 7. Seis. Force Resisting System 8. Design Base Shear 9. Seismic Response Coefficient 10. Response Modification Factor 11. Analysis Procedure Table of Contents 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 ASCE 7 T 1.5-1 le 1.00 ASCE 7 T 1.5-2 SS 1.25 USGS Seismic Design Map Online Si 0.4 USGS Seismic Design Map Online D ASCE 7 T 20.3-1 SpS 0.83 EQ 16-38 Sp, 0.43 EQ 16-39 D T1613.2.3(1) and (2) A.15. ASCE 7 T 12.2-1 9715 I bs See Page 3.0 CS 0.13 ASCE7EQ 128-2 R 6.5 ASCE 7 T 12.2-1 Equivalent Lateral Force ASCE7 12.8 General Lateral Design Criteria Determination of Wind Forces Determination of Seismic Forces Allowable Stress Design Loads Shear walls in the Front to Rear Direction Shear walls in the Side to Side Direction Shear flow calculations Appendix Version 7.0 Pg 0.3 Wind Design (MWFRS - Simplified Envelope Procedure) IBC 2018 Part 2 Wind Load Method ASCE 7 28. L I Part 2 ASD/Basic Wind Speed 85/ 110 Wind Exposure Category B Height & Exposure Adjustment 1= 1.00 Topographic Factor Kzt = 1.00 Wind Pressures ASCE 7 28.5.3 Ps =1 K�t ps30 mph 1609.3, F 1609.3(1) 1609.4 ASCE 7 F 28.5-1 ASCE 7 F 26.8-1 ASCE 7 EQ 28.5-1 Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.5.4 zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch Ridge Elevation Eave Height Mean Roof Height, h Zone Pressures, 0,)(ps3o) ASCE 7 F 28.5-1 1.3 :12 or 6.1829 degrees 21 ft 17ft 19ft ASCE 7 26.2 110 Horizontal Pressures Vertical Pressures Overhan s 0 A B C D E F G H EoH GoH 1 22.19 -8.76 -7.21 -5.06 -23.10 -14.34 -16.00 -10.97 -32.30 -25.30 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Horizontal Zone Areas & Forces, Fx ASCE 7 F 28.5-1 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F x- Y,, (p sx'X) x = A Diaphragm (x = 2) l.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Diaphragm (x =1) l.h.d. (ft) = 43 a (ft) = 4.3 Areas 2a (ft) = 8.6 Forces Front to Rear A B C D 32 30 140 140 Fx= -1270 Fxmin= 3420 Front to Rear A B C D 78 316 Fx = -547 Fxmin = 3940 Side to Side A B C D Fx = 0 Fxmin = 0 Side to Side A B C D FX = 0 Fxmin = 0 Version 7.0 Pg 1.4 Seismic Design IBC 2018 Site Classification, Criteria Selection, & Minimum Design Lateral Force Risk Category II ASCE 7 T 1.5-1 Seismic Importance Factor IE 1.00 ASCE 7 T 1.5-2 Seismic Design Category D T1613.2.3(1) and (2) Site Class D ASCE 7 T 20.3-1 Short Period Acceleration Ss 1.25 USGS Seismic Design Maps Online 1-Second Acceleration S , 0.4 USGS Seismic Design Maps Online Seis. Force Resisting System A.15. ASCE 7 T 12.2-1 Response Modification Factor R 6.5 ASCE 7 T 12.2-1 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.0 T1613.2.3(1) Site Coeffiecient, Fv 1.6 T1613.2.3(2) Substitute equations 16-36 & 16-37 into 16-38 & 16-39, respectively. S DS= 2•F a•S g SDs= 0.83 EQ16-38 3 2 S D1 = 3•F V•S 1 SDI = 0.43 EQ16-39 Seismic base shear ASCE 7 12.14.8.1 V = (F SDs/R) W Where: F=1.1 for (2)-story ASCE 7 EQ 12.14-12 Vertical Distribution, Forces at each level ASCE 7 12.14.8.2 F. = (wx/W) V FX = 0.141 x wx ASCE 7 EQ 12.14-13 Effective seismic weiuht & Forces (lhsl at Level x Diaphragm (x = 2) FX = 5453 roof area (ft) floor area (ft) story height (ft) wall length (ft) wx 2200 0 8.1 140 weight (lbs) 33000 0 5670 38670 Diaphragm (x = 1) FX = 5009 roof area (ft2) floor area (ft') story height (ft) wall length (ft) wx 150 2200 8 140 weight (lbs) 2250 22000 5600 35520 Version 7.0 Pg 2.5 Allowable Stress Design Loads For Wood IBC 2018 Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 For worse case effect with wind load, L & S shall be zero. Equations 16-18, 16-19and 16-20 become, D+o,W *0.6 Where w equals 1.3, W equals Fx of the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-22 controls, 0.9 D + E/1.4 , substitute ASCE 7 EQ 12.14-6 for E 0.9 D (p QE - 0.2 SDS D) + 1.4 (0.9 - 0.14 S DS) D + P 1.4 Q E , simplify & arrange variables Where QE equals Fx of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads. 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force (lbs) Force (lbs) x = 2 2668 0 x = 1 3073 0 Seismic Design Loads, (p/1.4) Fx p = 1.3 Diaphragm Force (lbs) x = 2 5064 x = 1 4651 2302.1 1605.3.2 1605.3.2 1605.1 ASCE 7 12.14.3.2 (2), EQ 12.14-6 EQ 16-22 ASCE 7 12.3.4.2 Version 7.0 Pg 3.6 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, (v w) h- 3 (D 2+ P w I for wind (v . w) - h - (0.9 - 0.14 S D S) I D - 2 + P - w I for seismic Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall NxVO Version 7.0 Pg 3.7 Wall Line Level (x) oG;�tio �ti� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+l) Seis max 1 2 F-R 4.00 8.1 4 8 1 -489 -389 58 Wind Seis VD(x+1) [1bs] % 50% 50% VD(x) [1bs] 1333.8 2531.96 VT(x) [1bs] 1333.8 2531.96 L 44.00 44.00 n 30 58 2015 SDPWS SEISMIC MAX 93 TMAX(x) [lbs] 4.00 8.1 4 8 -489 -389 58 4.00 8.1 4 8 -489 -389 58 4.00 8.1 4 8 -489 -389 58 2.50 8.1 4 8 -418 -306 93 2.50 8.1 4 8 -418 -306 93 3.50 8.1 4 8 -465 -361 67 16.00 8.1 4 8 -1056 -1049 3.50 8.1 4 8 -465 -361 67 2 2 F-R 3.00 8.1 -47 132 80 Wind Seis VD(x+1) [fibs] % 50% 50% VD(x) [lbs] 1333.8 2531.96 VT(x) [1bs] 1333.8 2531.96 L 42.50 42.50 n 31 60 2015 SDPWS SEISMIC MAX 121 TMAX(x) [1bs] 164 3.00 8.1 -47 132 80 3.25 8.1 -54 124 74 3.25 8.1 -54 124 74 2.00 8.1 -20 164 121 28.00 8.1 -725 -658 3 2 F-R Wind Seis VD(x+1) [lbs] % VD(x) [lbs] VT(x) [lbs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] 4 2 F-R Wind Seis VD(x+l) [lbs] % VD(x) [lbs] VT(x) [lbs] L n 2015 SDPWS SEISMIC MAX TMAX(x) [lbs] Version 7.0 Pg 4.8 _Tributary load •�= Wind Seis ' • 1 1 2015 SDPWS SEISMIC MAX __MMMM____- ©0 K, MEME MEN Wind Seis • • • 1 1 2015 SDPWS SEISMIC MAX __....____- ©0� COMEWind Seis 2015 SDPWS SEISMIC MAX MKMNIMM�__.Wind ..._____ Seis i 2015 SDPWS SEISMIC MAX Version 7.0 Pg 4.9 _Tributary load •�= Wind Seis SDPWS SEISMIC MAX __mmmm____2015 - Wind Seis 2015 SDPWS SEISMIC MAX Wind Seis 2015 SDPWS SEISMIC MAX Wind Seis SDPWS SEISMIC MAX Version 7.0 Page5.10 _Tributary load •�= Wind Seis SDPWS SEISMIC MAX __mmmm____2015 - Wind Seis 2015 SDPWS SEISMIC MAX Wind Seis 2015 SDPWS SEISMIC MAX Wind Seis SDPWS SEISMIC MAX Version 7.0 Page5.11 Shear wall Summary Sheeting Regm'ts Wind I Seis Max 1 - 2nd 2-2nd 3 - 2nd 4-2nd A - 2nd B - 2nd C - 2nd D - 2nd 1-1st 2 - 1 st 3-1st 4 - 1 st A - 1st B-1st C - 1st D - 1st #15IV/0! #DIV/0! #DIV/0! #DIV/01 SW-1 SW-2 1 1 SW-3 Shear Transfer Wind Seismic 1 30 58 1 31 60 #DIV/0! #DIV/0! #DIV/0! #DIV/0! RSW Overturning Values Wind I Seismic Sheathing 260 350 511 511 (plfl Shear Flow 150 300 400 (plf) Shear Transfer Connectors - CD = 1.6, Hem -Fir Connector Z (Ibs) 16d Nails (Common: 3.5 "x0.162") 195.2 lbs 2018 NDS T12N 15.6 7.8 5.9 0.0 0.0 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 40.8 20.4 15.3 0.0 0.0 0.0 Simpson H1 Truss Connector 440 lbs Current Simpson Guide 35.2 1 17.6 13.2 0.0 0.0 0.0 Simpson LTP4 Clip (8d COMMON NAILS REQUIRED) 450 lbs Current Simpson Guide 36.0 1 18.0 13.5 0.0 0.0 0.0 1 /2" Diameter Anchor Bolts (2x) 944 lbs 2018 NDS T12E 75.5 1 37.8 28.3 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 lbs 2018 NDS T12E 110.1 1 55.0 41.3 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (3x) 1712 lbs 2018 NDS T12E Page6.12 SHEARWALL & HOLDOWN NOTES (U.N.O.) : (1) Simpson or equal. Locate at end of shearwall u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8&0.131"x2'/i', 10d=0.148"x3", 12d=0.148"x3'/4', 16d=0.162"x3'/2', 16d sinker=0.148"x3'/4'. (6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. HOLDOWN SCHEDULE Date: 11/3/2021 Job #: 21-152 MARK HOLDOWN / STRAP *(1) FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR *(1)(4) COMMENTS SHEARWALL SCHEDULE Date: 11/3/2021 Job #: 21-152 MARK *(2) SHEATHING - APPLY TO 2x HF STUDS @ 16"o/c U.N.O. BELOW *(9) SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE *(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS *(8) SW -I 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 8 " o/c A35 @ 24 " o/c 5/8" Ox10" AB's @ 60 " o/c